Experimental Evaluation and Analytical Simulation of Bridge Column-to-footing Joints Connected Using Grouted Splice Sleeves in Seismic Regions M.J. Ameli Joel E. Parks Dylan N. Brown Chris P. Pantelides aci Fall 2015, Denver
Experimental Evaluation and Analytical
Simulation of Bridge Column-to-footing Joints
Connected Using Grouted Splice Sleeves in
Seismic Regions
M.J. Ameli
Joel E. Parks
Dylan N. Brown
Chris P. Pantelides
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Introduction aci Fall 2015, Denver 2
Accelerated Bridge Construction UDOT (2007-2011)
SPMT
(overnight)
SPMT 2x177 ft spans
SLIDE-IN (16 hours)
SPMT
(overnight)
Introduction aci Fall 2015, Denver 3
Accelerated Bridge Construction – Bridge Bents Khaleghi et al. (2012)
Haber et al. (2013)
Tazarv et al. (2014)
Hanson Structural Precast
Introduction aci Fall 2015, Denver 4
Mechanical CouplersHaber et al. (2015)
Rowell et al. (2009)
Connector Tests 5
Grouted Splice Sleeve Connectors
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Connector Tests 6
Acoustic Emission (AE) Monitoring
Non-destructive
testing
AE acquisition
system
Sample AE event
Sensor type Digital Wave B-1025
Sensor location
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Connector Tests 7
Acoustic Emission (AE) Monitoring
AE event history More events at field
end
AE event rate
history Grout cone formation
at 1.2 fy
Gradual response Yielding, hardening,
fracture
Field end
Factory end
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Experiments 8
Design and FabricationNo. Specimen Connector Location Other
(a) Precast-1 In footing --
(b) Precast-2 In column Debonded bar in footing
(c) CIP -- Cast-in-place
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CIP
AASHTO
Seismic
Experiments 9
Design and Fabrication/Precast-1
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Experiments 10
Design and Fabrication/Precast-2
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Experiments 11
Design and Fabrication/CIP
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Experiments 12
Test Setup and Drift History
-12
-10
-8
-6
-4
-2
0
2
4
6
8
10
12
0 2 4 6 8 10 12 14 16 18 20 22
Dri
ft (
%)
Cycles
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Experiments 13
Test Results/Hysteresis Response
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Precast-1
Precast-2
Experiments 14
Test Results/Precast-1 Observations
@ 3% Drift
@ 7% Drift @ 7% Drift-bar fracture
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Experiments 15
Test Results/Precast-2 Observations
@ 3% Drift @ 6% Drift (Peak)
@ 8% Drift
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Experiments 16
Test Results/CIP Observations
@ 3% Drift
@ 6% Drift @ 9% Drift
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Experiments 17
Test Results/Energy
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Experiments 18
Test Results/Base Curvature
Precast-1 Precast-2
CIP
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Analytical Study 19
Analysis Objectives/Previous Research
Tazarv et al. (2014) Haber et al. (2015)
Analysis Objectives
(a) Replicate
experimental results
for global and
objective sectional
response
(b) Apply proposed
model to columns
with actual design
details
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Analytical Study 20
Introduction
Distributed plasticity
Force-based beam-
column element
Loss of objectivity
for strain softening
section response
Seismosoft Ltd (2013)
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Analytical Study 21
Proposed Analytical Model
Force-based beam-
column element with
plastic hinge
integration scheme
(Scott and Fenves,
2006)
Transformation of
precast subassembly
into equivalent cast-in-
place subassembly
Empirical relationships
for plastic hinge length
𝐿𝑝 = 0.08𝐿𝑠 + 0.022𝑑𝑏𝑓𝑦
𝐿𝑝𝑙,𝑐𝑦 = 0.12𝐿𝑠 + 0.014𝑎𝑠𝑙𝑑𝑏𝑓𝑦
Ribeiro et al. (2015)
Paulay and Priestley (1992):
Panagiotakos and Fardis (2001):
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Analytical Study 22
Proposed Analytical Model/Low-cycle Fatigue
Test assemblies failed
due to low-cycle
fatigue
Coffin-Manson
expression with
cumulative linear
damage rule
ReinforcingSteel
material in OpenSees
capable of predicting
low-cycle fatigue life
𝜀𝑝 = 𝐶𝑓(2𝑁𝑓)−𝛼
𝐷𝑓 =1
𝑖=1𝑛 (2𝑁𝑓)𝑖
Brown and Kunnath (2000)
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Analytical Study 23
Proposed Analytical Model/Bond-slip
Bond-slip may
influence local and
global response of
bridge columns
Bond-slip included by
deriving pseudo
stress-strain
relationship for column
bars
Pseudo stress-strain
obtained from end
displacement divided
by the unique plastic
hinge length
𝜀 =𝑢
𝐿𝑝
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Analytical Study 24
Proposed Analytical Model/Bond-slip
Nonlinear one-
dimensional model
developed following
previous studies
zeroLength elements
with MultiLinear
material used to
represent bond-slip
springs
Nonlinear truss
elements with
ReinforcingSteel
material used for bars
Steuck et al. (2009)Morita’s approach in Viwathanatepa et al. (1973)
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Analytical Study 25
Proposed Analytical Model/Bond-slip
Confined and
unconfined bond
constitutive laws
taken from Steuck
et al. (2009) for
grouted splice
sleeves
Eligehausen et al.
(1983) used for
regular concrete
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Analytical Study 26
Proposed Analytical Model/Bond-slip
Validation of proposed
one-dimensional model
using Haber et al.
(2013) GS3 experiment
Haber et al. (2013)
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Analytical Study 27
Proposed Analytical Model/Model Layout
One force-based
beam-column
element with plastic
hinge integration
scheme
Panagiotakos and
Fardis (2001) used
to examine Lp for
CIP
Lp ≈ 0.5D
for CIP, as stated
in Priestley and
Park (1987)
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Transform precast columns to equivalent
cast-in-place columns with fictitious plastic hinges
Analytical Study 28
Proposed Analytical Model/Stress-strain Curves
Concrete04 material
used for confined
and unconfined
concrete
ReinforcingSteel
material used for
bars outside PH
zone
ReinforcingSteel
material with pseudo
stress-strain
properties used for
bars inside PH zone Sample curves for Precast-2
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Analytical Study 29
Proposed Analytical Model/Model Layout
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Analytical Study 30
Proposed Analytical Model/Global ResponseResults shown up to last drift ratio before bar fracture as predicted by model
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Lp = 12”Lp = 8”
Lp = 10”Precast-1
Precast-2
Analytical Study 31
Proposed Analytical Model/Global Response
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Analytical Study 32
Proposed Analytical Model/Local ResponseResults shown up to 6% drift ratio (LVDT stroke limit)
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Conclusions 33
CIP had good hysteretic
response with ductile
performance. Column
bars fractured during 8%
and 9% drift ratio due to
low cycle fatigue.
Precast subassemblies
failed due to premature
bar fracture. Precast-1
failed during 7% and
precast-2 failed during
8% drift ratio.
Debonding of reinforcing
bars for Precast-2
resulted in longer
performance life.
Two-dimensional
analytical model was
developed based on
transformation of precast
column to equivalent
cast-in-place column
with plastic hinge.
Analytical model was in
close agreement with
both global and local
response of test
components.
Bond-slip was included
by deriving pseudo
stress-strain relationship
for bars in PH zone,
using a one-dimensional
bond-slip model.
Experiments Analytical Study
Low-cycle fatigue was
implemented as
termination criteria as
observed in experiments.
Plastic hinge length of
CIP which was obtained
iteratively is in good
agreement with empirical
relationships.
Plastic hinge length
obtained for Precast-1
and Precast-2 was found
to be 67% and 83% of
plastic hinge length
obtained for CIP.
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34
Brown, J. and Kunnath, S. K., “Low Cycle Fatigue Behavior of Longitudinal Reinforcement in
Reinforced Concrete Bridge Columns,” MCEER Technical Report 00-0007, 2000.
• Eligehausen, R., Popov, E. P., and Bertero, V. V., “Local Bond Stress-Slip Relationships of
Deformed Bars Under Generalized Excitations,” Report No. UCB/EERC-83/23, Earthquake
Engineering Research Center, University of California, Berkeley, Berkeley, CA, 1983.
Haber, Z. B., Saiidi, M. S., and Sanders. D. H., “Behavior and Simplified Modeling of
Mechanical Reinforcing Bar Splices,” ACI Structural Journal, V. 112, No. 2, 2015, pp. 179-188.
Khaleghi, B., Schultz, E., Seguirant S., Marsh, L., Haraldsson, O. S., Eberhard, M. O., and
Stanton, J. F., “Accelerated bridge construction in Washington State: From research to
practice,” PCI Journal, V. 57, No. 4, 2012, pp. 34–49.
Kunnath, S., Heo, Y., and Mohle, J., “Nonlinear Uniaxial Material Model for Reinforcing Steel
Bars,” J. Struct. Eng., V. 135, No. 4, 2009, pp. 335-343.
McKenna, F., Fenves, G., and Scott, M., “Open System for Earthquake Engineering
Simulation (OpenSees)”, Berkeley, California: PEER Center, 2000.
Panagiotakos, T. B., and Fardis, M. N., “Deformations of Reinforced Concrete Members at
Yielding and Ultimate,” ACI Structural Journal, V. 98, No. 2, 2001, pp. 135-148.
Parks, J. E., “Seismic Rehabilitation of Column to Pier Cap Accelerated Bridge Construction
Connections and Acoustic Emission Monitoring Assessment,” MS Thesis, University of Utah,
Salt Lake City, UT, 2014.
References aci Fall 2015, Denver
35
Paulay, T., and Priestley, M. J. N., "Seismic design of reinforced concrete and masonry
buildings”, John Wiley & Sons Inc., 1992.
Priestley, M. J. N., and Park, R., “Strength and Ductility of Concrete Bridge Columns under
Seismic Loading,” ACI Structural Journal, V. 84, No. 1, 1987, pp. 61–76.
Ribeiro, F., Barbosa, A., Scott, M., and Neves, L., ”Deterioration Modeling of Steel Moment
Resisting Frames Using Finite-Length Plastic Hinge Force-Based Beam-Column Elements.” J.
Struct. Eng., V. 141, No. 2, 2015.
Rowell, S. P., Grey, C. E., Woodson, S. C., and Hager, K. P., “High Strain Rate Testing of
Mechanical Couplers,” Report ERDC TR-09-8, Washington, DC, 2009.
Seismosoft Ltd, SeismoStruct User Manual for Version 6.5, Pavia, Italy, 2013.
Steuck, K. P., Eberhard, M. O., Stanton, J. F., “Anchorage of Large-Diameter Reinforcing Bars
in Ducts,” ACI Structural Journal, V. 106, No. 4, 2009, pp. 506-513.
Tazarv, M., and Saiidi, M. S., “Next Generation of Bridge Columns for Accelerated Bridge
Construction in High Seismic Zones.” Report No. CCEER 14-06, Center for Civil Engineering
Earthquake Research, Department of Civil and Environmental Engineering, University of
Nevada, Reno, Reno, NV, 2014.
Viwathanatepa, S., Popov, E. P., and Bertero, V. V., “Effects of Generalized Loadings on
Bond of Reinforcing Bars Embedded in Confined Concrete Blocks,” Report No. UCB/EERC-
79/22, Earthquake Engineering Research Center, University of California, Berkeley, Berkeley,
CA, 1979.
References aci Fall 2015, Denver
36
Acknowledgments
o Utah Department of Transportation
o New York State Department of Transportation
o Texas Department of Transportation
o Mountain-Plains Consortium
o Graduate School of the University of Utah
o NMB Splice Sleeve North America
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37
Thank You
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